Volume IV - Project Technical Specifications 1.9.24~1.pdf

Colorado River Commission of Nevada

555 East Washington Avenue, Suite 3100

Las Vegas, Nevada 89101-1065

Boulder Flats Solar Interconnection

Project

Contract No. CRCBF-14

Transmission Line & Switchyard Construction

Volume IV – Project Technical Specifications

PWP-CL-2006-241

Issue For Bid:

January 9, 2024

Boulder Flats Solar Interconnection Project

Contract No. CRCBF-14

Transmission Line & Switchyard Construction

Contract Documents

Table of Contents

Volume I – Bidding Documents Section

Request for Bids

Bid Instructions

Procedures for Award of Construction Contracts

Bid Form

Bid Schedule

Bid Bond

Qualification Statement

Subcontractor Information

Volume II – Contract Form and Conditions

Contract No. CRCBF-14, Transmission Line & Switchyard Construction

Performance Bond

Payment Bond

Guarantee Bond

Certificated of Insurance

General Conditions

Volume III – Specifications

Summary of Work

Permits and Environmental Compliance

Environmental Compliance Requirements ......................................................... 1150A

Project Meetings, Schedules and Reports

Submittals

Security

Field Offices and Sheds

Temporary Barriers and Controls

Temporary Utilities and Facilities

Project Identification and Signs

Contractor Furnished Equipment and Materials

Owner Furnished Equipment and Materials

Equipment and Material Substitutions

Manufacturer’s Field Service

Contract Closeout

Record Documents and Spare Parts

Boulder Flats Solar Interconnection Project

Contract No. CRCBF-14

Transmission Line & Switchyard Construction

Contract Documents

Table of Contents

Volume III – Specifications Section

Final Cleaning

Warranties

Site Preparation and Earthwork

Fences and Gates

Crushed Rock Surface

Concrete Formwork

Concrete Reinforcement

Concrete

Spread Footer Foundations

Drilled Foundation Piers

Control Cables, Low Voltage Cables, Ground Cables, and Accessories

Conduits and Accessories

Cable Trench Installation

Lighting and Low Voltage Power

Switchyard Grounding

Signs

Installation of Owner Furnished Switchyard Steel

Installation of Owner Furnished Switchyard Equipment

Switchyard Bus, Connectors, Materials and Hardware

Switchyard Testing

Volume IV – Project Technical Specifications

Volume V – Drawings

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SECTION 031000 - CONCRETE FORMWORK

PART 1 - GENERAL

1.01 DESCRIPTION:

A. This section includes formwork for cast-in-place concrete.

B. Related Work Specified Elsewhere:

1. Concrete Reinforcement: SECTION 032000.

2. Concrete: SECTION 033000.

3. Shallow Foundations: SECTION 316610.

4. Drilled Shaft Foundations: SECTION 316229.

1.02 REFERENCES:

A. Applicable Standards:

1. American Concrete Institute (ACI):

a. 117 - Specifications for Tolerances for Concrete Construction and Materials.

b. 301 - Specifications for Structural Concrete.

c. 318 - Building Code Requirements for Structural Concrete.

d. 347 - Guide to Formwork for Concrete.

2. American Society of Testing and Materials (ASTM):

a. C31 – Standard Practice for Making and Curing Concrete Test Specimens in the

Field

b. C39 – Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens.

c. C1077 – Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation.

PART 2 - PRODUCTS

2.01 MATERIALS FOR FACING:

A. Where concrete will be exposed to view after construction:

1. Smooth finish exterior grade plywood at least 5/8-inch thick.

2. Steel.

3. Do not use form-facing materials with raised grain, torn surfaces, worn edges, dents, or other defects that will impair the texture of concrete surfaces.

SECTION 031000 - CONCRETE FORMWORK: continued

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B. Where concrete will not be exposed to view after construction:

1. Exterior grade plywood at least 5/8-inch thick.

2. Steel.

3. Wood fiberboard.

4. Dressed lumber free of loose knots.

C. Treat forms with commercially available form releasing agents that will not bond with, stain, or adversely affect concrete surfaces. Agents shall not impair subsequent treatment of concrete surfaces depending upon bond or adhesion, nor shall it impede the wetting of surfaces to be cured with water or curing compounds. Form releasing agents shall be VOC compliant with a maximum VOC content of 3.8 lbs/gal (450 g/L), or less where area restrictions are more stringent.

D. Clean forms of sawdust, dust, dirt, and other foreign materials.

2.02 FORM TIES:

A. Break-back, coil, or screw-type, except where otherwise specified.

B. Water seal coil type in walls below grade and walls of water-bearing structures. Removable through-wall tapered ties shall not be used.

C. Coil-type shall leave conical depression in concrete.

D. Space as required against pressure of fresh concrete.

E. The portion of the form tie remaining in place shall provide for a clearance of two times the minimum dimension of the tie, but not less than 3/4-inch, from the formed surface.

2.03 CHAMFER STRIPS:

A. 3/4-inch chamfer except where otherwise indicated.

B. Place in all forms to provide chamfer where concrete will have exposed projecting corners.

PART 3 - EXECUTION

3.01 FORM CONSTRUCTION:

A. Conform to ACI 301, 318 and 347, except shop drawings for formwork, shoring, and re-shoring shall not be submitted for approval.

B. Adequately brace, stiffen and support forms to prevent perceptible deflection or settlement, and to hold plumb, level and true to line.

C. Construct and maintain forms to the tolerances given in ACI 117.

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D. Construct sufficiently tight to prevent mortar leakage.

E. Avoid offsets between adjacent forms and construct so that shores, braces and stiffening members are in line with those below.

F. Space studs and stringers as required to support facing against concrete pressure but not more than 12 inches for 5/8-inch plywood or 16 inches for 3/4-inch plywood. Maximum deflection of facing materials reflected on concrete surfaces exposed to view shall be 1/240 of the span between structural members of the formwork.

G. Use wales, strongbacks, shores and bracing as required.

H. Form all necessary openings or chases for piping, ductwork and similar items where indicated or as required for the Work.

I. Construct forms to be removable in sections without marring concrete surface.

J. Surface of forms shall provide smooth, dense, plane surface to finished concrete where exposed to view.

K. Contractor shall be responsible for structural adequacy, design, engineering, and construction of the formwork.

L. Stay-in-place metal forms shall not be used.

3.02 TIME-IN-PLACE FOR FORMS:

A. It is the responsibility of Contractor to consider all applicable factors and leave the formwork in place until it is safe to remove them.

B. All removal shall be performed in a manner which will prevent damage to the concrete and ensure the complete safety of the structure, with particular care for corners and edges.

C. Where forms support more than one element, the forms shall not be removed until the form removal criteria are met by all supported elements.

D. Evidence that concrete has gained sufficient strength to permit removal of forms shall be determined by tests on control cylinders. All control cylinders shall be stored in the structure or as near the structure as possible so they receive the same curing conditions and protection methods as given those portions of the structure they represent. Control cylinders shall be removed from the molds at an age of no more than 24 hours. All control cylinders shall be prepared and tested in accordance with ASTM C31 and ASTM C39 at the expense of

Contractor by an independent laboratory that complies with ASTM C107. Control cylinders shall be tested within 4 hours after removal from the Site.

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E. Forms shall not be removed unless the minimum time or minimum compressive strength requirements below are met.

1. Formwork Not Supporting Weight of Concrete:

a. Formwork for walls, columns, sides of beams, gravity structures, slabs-on-ground and other vertical type formwork not supporting the weight of concrete shall remain in place 24-hours minimum after concrete placement is completed.

2. Formwork Supporting Weight of Concrete:

a. Formwork supporting weight of concrete and shoring shall not be removed until structural members have acquired sufficient strength to safely support their own weight and any construction or other superimposed loads to which the supported concrete may be subjected. As a minimum, no forms or shoring shall be loosened or removed until control concrete test cylinders indicate the concrete has attained the following compressive strengths for the respective structural members:

Percent of Design

Structural Member Compressive Strength

Unshored slab and beam forms or forms which can be removed without disturbing shores………...………. 70

Slab or beam shoring ……………………………………… 85

END OF SECTION 031000

032000.STR.DOC 032000-1

SECTION 032000 - CONCRETE REINFORCEMENT

PART 1 - GENERAL

1.01 DESCRIPTION:

A. This Section includes steel reinforcement bars, ties, welded wire fabric, bolsters, chairs supports and accessories.

B. Related Work Specified Elsewhere:

1. Concrete Formwork: SECTION 031000.

2. Concrete: SECTION 033000.

3. Shallow Foundations: SECTION 316610.

4. Drilled Shaft Foundations: SECTION 316229.

1.02 REFERENCES:

A. Applicable Standards:

1. American Society for Testing and Materials (ASTM):

a. A82 - Steel Wire, Plain, for Concrete Reinforcement.

b. A184 - Welded Deformed Steel Bar Mats for Concrete Reinforcement

c. A185 - Steel Welded Wire Reinforcement, Plain, for Concrete

d. A496/7 - Steel Welded Wire Reinforcement, Deformed, for Concrete

e. A615 - Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

f. A704 - Welded Steel Plain Bar or Rod Mats for Concrete Reinforcement

g. A706 - Low-Alloy Steel Deformed and Plain Bars for concrete Reinforcement

2. American Concrete Institute (ACI):

a. 315 - Details and Detailing of Concrete Reinforcement.

b. 318 - Building Code Requirements for Structural Concrete and Commentary

3. American Welding Society (AWS):

a. D1.4 - Structural Welding Code: Reinforcing Steel.

b. B2.1 - Welding Procedures and Performance Qualification.

1.03 SUBMITTALS:

A. Submit as specified in DIVISION 1.

B. Include, but not limited to, the following:

1. Complete bar schedule, bar details and erection drawings to conform to ACI 315.

2. Drawing with each group of like bars labeled with a mark number.

SECTION 032000 - CONCRETE REINFORCEMENT: continued

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3. Erection drawings shall be clear, easily legible and to a minimum scale of:

a. 1/4-inch = 1 foot.

b. 1/8-inch = 1 foot if bars in each face are shown in separate views.

4. Size and location of all openings.

1.04 DELIVERY, STORAGE AND HANDLING:

A. Store steel reinforcement blocked up off the ground and in orderly stacks.

B. Store only bars with the same identifying label in the same stack.

1.05 TESTING:

A. Perform at the mill for each heat.

B. Submit certified test results to Engineer upon request.

PART 2 - PRODUCTS

2.01 REINFORCEMENT BARS, TIES AND STIRRUPS:

A. Materials:

1. Conform to ASTM A615, Grade 60 except as otherwise specified.

2. Drilled shaft ties and stirrups of any size shall conform to ASTM A615, Grade 60 unless otherwise indicated.

B. Fabrication of Bars:

1. Fabricate with cold bends conforming to the recommended dimensions shown in ACI

318.

2. Field fabrication will be allowed only if Contractor has equipment to properly fabricate steel and must be approved by the Engineer/Owner.

3. Attach metal or plastic tags with identifying mark corresponding to mark number on drawing.

4. Contractor may, at his option, continue steel reinforcement through openings in walls and slabs, then field-cut the opening.

2.02 WELDED WIRE FABRIC:

A. Conform to ASTM A185, A146 and A147 using bright basic wire conforming to ASTM A82.

B. Wire gauges No. 11 and smaller shall be galvanized.

2.03 BOLSTERS, CHAIRS AND ACCESSORIES:

SECTION 032000 - CONCRETE REINFORCEMENT: continued

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A. Conform to ACI 315 and the Manual of Standard Practices of the Concrete Reinforcing Steel

Institute.

B. Provide all spacers, bolsters, chairs, ties, and other devices necessary to properly space, place, support and fasten steel reinforcement in place during the concrete placement.

C. Metal accessories shall be galvanized or plastic coated where legs will be exposed in finished concrete surfaces.

D. Do not use rocks, broken bricks, wood blocks, or concrete fragments for support of steel reinforcement.

2.04 PRECAST CONCRETE BLOCK BAR SUPPORTS:

A. May be used only for bar supports in slabs on ground.

B. Blocks shall be made with a minimum of nine sacks of cement per cubic yard and have a compressive strength of 6,000 psi in seven days.

C. Each block shall have a minimum of 9 square inches of bearing area. Space as required by the particular condition of weight, bearing surface and rigidity of the steel reinforcement.

PART 3 - EXECUTION

3.01 PLACEMENT OF STEEL REINFORCEMENT:

A. Place in accordance with Chapters 7 and 12 of ACI 318 and the Manual of Standard Practice of the Concrete Reinforcing Steel Institute.

B. Tie securely with 16-gauge or larger annealed iron wire.

C. Place to maintain concrete cover to conform to Chapter 7 of ACI 318 unless otherwise indicated.

D. Splice steel to conform to Chapter 12 of ACI 318.

1. Unless otherwise indicated, the minimum length of lap for tension lap splices shall be as required for Class B splices as defined by ACI 318.

E. Lap welded wire fabric not less than the length of one mesh plus 2 inches unless otherwise indicated.

END OF SECTION 032000

033000.STR.DOC 033000-1

SECTION 033000 – CONCRETE

PART 1 - GENERAL

1.01 DESCRIPTION:

A. This Section includes concrete and related items.

B. Related Work Specified Elsewhere:

1. Concrete Formwork: SECTION 031000.

2. Concrete Reinforcement: SECTION 032000.

3. Shallow Foundations: SECTION 316610.

4. Drilled Shaft Foundations: SECTION 316229.

1.02 REFERENCES:

A. Applicable Standards:

1. American Society for Testing and Materials (ASTM):

a. A123 - Zinc (Hot-Galvanized) Coatings on Iron and Steel Products.

b. A153 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

c. A615 - Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

d. C31 - Making and Curing Concrete Test Specimens in the Field.

e. C33 - Concrete Aggregates.

f. C39 - Compressive Strength of Cylindrical Concrete Specimens.

g. C40 - Organic Impurities in Fine Aggregates for Concrete.

h. C42 - Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

i. C88 - Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

j. C94 - Ready-Mixed Concrete.

k. C143 - Slump of Hydraulic Cement Concrete.

l. C150 - Portland Cement.

m. C172 - Sampling Freshly Mixed Concrete.

n. C192 - Making and Curing Concrete Test Specimens in the Laboratory.

o. C231 - Air Content of Freshly Mixed Concrete by the Pressure Method.

p. C233 - Testing Air-Entraining Admixtures for Concrete.

q. C260 - Air-Entraining Admixtures for Concrete.

r. C309 - Liquid Membrane-Forming Compounds for Curing Concrete.

s. C494 - Chemical Admixtures for Concrete.

SECTION 033000 - CONCRETE: continued

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t. C618 – Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.

u. D1752 - Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction.

v. E96 - Test Methods for Water Vapor Transmission of Materials.

2. American Concrete Institute (ACI):

a. 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and

Mass Concrete.

b. 304 - Guide for Measuring, Mixing, Transporting and Placing Concrete.

c. 305 - Hot Weather Concreting.

d. 306 - Cold Weather Concreting.

e. 309 - Guide for Consolidation of Concrete.

f. 318 - Building Code Requirements for Reinforced Concrete and Commentary.

3. American National Standards Institute (ANSI):

a. B18.2.1 - Square and Hex Bolts and Screws - Inch Series.

b. B18.2.2 - Square and Hex Nuts (Inch Series).

4. National Bureau of Standards (NBS) Specifications for Scales.

5. National Ready-Mix Concrete Association, "Truck Mixer, and Agitator Standards of the

Truck Mixer Manufacturers' Bureau."

a. TMMB 100-05 – Truck Mixer, Agitator and Front Discharge Concrete Carrier

Standards.

6. Corps of Engineers

CRD-C 620-10 - Determining the Potential Alkali-Silica Reactivity of Combinations of

Cementitious Materials, Lithium Nitrate Admixture, and Aggregate (Accelerated Mortar-

Bar Method).

1.03 SUBMITTALS:

A. Submit as specified in DIVISION 1.

B. Include, but not limited to, the following:

1. Nonshinking grouts.

2. Admixtures.

3. Bonding Agents.

4. Curing Agents.

5. Expansion joint materials.

SECTION 03300 - CONCRETE: continued

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6. Sealants.

7. Waterstops.

C. Concrete Mix Design Proportions:

1. Submit as specified in DIVISION 1 and Part 2.

2. Submit for each mix design, including aggregate gradation data.

3. Resubmit for any change in each mix design.

PART 2 - PRODUCTS

2.01 CONCRETE:

A. Materials:

1. Portland Cement Type I/II:

a. Shall conform to ASTM C150.

b. Pozzolan shall conform to ASTM C595.

c. Fly ash shall be permitted to be used as the pozzolan and be interground with the clinker in the manufacture of the cement. Fly ash shall conform to ASTM C618, Class F with less than 15% CaO. Class C fly ash is not allowed.

(1) Fly ash may be added by Supplier as a separate ingredient provided the

Supplier has scales for dispensing fly ash that meet the requirements of this

PART “Measurement of Materials”.

d. The maximum amount retained on the No. 325 sieve shall be 10% as determined in accordance with ASTM C430.

e. The maximum amount of alkalies (NA2O + 0.658 K2O) shall be 0.60% determined in accordance with ASTM C114. A running average of three Samples shall not exceed a maximum of 0.50%. Total alkali contribution from the cement shall not exceed 4 pounds of alkali per cubic yard.

f. Use one brand of cement throughout the Project unless otherwise approved by the

Engineer.

2. Fine Aggregate:

a. Conform to ASTM C33.

b. Fineness modulus shall be between 2.3 and 3.1.

c. Maintain fine aggregate free of ice, frozen lumps and deleterious substances.

3. Coarse Aggregate:

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a. Conform to ASTM C33.

b. Blast furnace slag will not be permitted.

c. Maintain coarse aggregate free of ice, frozen lumps and deleterious substances.

d. Gradating Requirements:

(1) From 3/4-inch to No. 4 for all concrete unless otherwise specified.

4. Mixing Water:

a. Only potable water will be acceptable without testing. Expense of testing water shall be paid by Contractor.

b. Nonpotable water may be used if it produces concrete with at least 95 percent of the strength of similar specimens of the same mix design made with potable water, subject to approval of qualitative analysis.

5. Admixtures:

a. Water Reducing Type:

(1) Conform to ASTM C494, Type A.

(2) Conform to manufacturer's recommendations for use.

(3) Technical assistance of the manufacturer's field representative shall be furnished upon request.

b. Air-Entraining Type:

(1) Conform to ASTM C260.

(2) Conform to manufacturer's recommendations for use.

(3) Technical assistance of the manufacturer's field representative shall be furnished upon request.

(4) Testing of air-entraining admixtures shall conform to ASTM C233.

c. Other Admixtures: Used only with Owner's written concurrence.

(1) Water Reducing, Retarding Type: Conform to ASTM C494, Type D.

d. Admixtures shall not contain any chloride ions.

e. Storage: Admixtures shall be stored in such a manner as to avoid contamination, evaporation, freezing, temperature changes, settling, or any damage which would adversely affect their characteristics.

B. Laboratory Testing of Materials for Use in Concrete:

1. An approved independent testing laboratory shall be selected and paid by Contractor to perform all required laboratory tests of materials proposed for use in the production of concrete and to determine mix proportions when laboratory trial batches are required.

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2. Contractor shall deliver representative samples of all proposed concrete materials to the laboratory for the following testing:

a. Fine Aggregate:

(1) ASTM C33 as amended by PART 2, paragraph 2.01.A.

(2) ASTM C40.

(3) ASTM C88.

(4) ASTM C177.

(5) ASTM C136.

(6) ASTM C142.

(7) Fineness modulus.

(8) ASTM C295 and ASTM C289 or approved service records.

b. Coarse Aggregate:

(1) ASTM C33 as amended by PART 2, paragraph 2.01.A.

(2) ASTM C88.

(3) ASTM C136.

(4) ASTM C142.

(5) ASTM C295 and ASTM C289 or approved service records.

c. Mixing water; if other than potable water is proposed for use and in the opinion of

Engineer there is reason to suspect its acceptability:

(1) With the design mix the laboratory shall make two concrete test cylinders using proposed water and two concrete test cylinders using potable water conforming to ASTM C192.

(2) All cylinders shall be tested conforming to ASTM C39. Age of cylinders at test shall be 28 days unless an earlier age is authorized.

(3) Concrete made with nonpotable water shall attain at least 95% of the compressive strength of similar specimens of the same mix design made with potable water.

d. Air-entraining admixture shall be tested conforming to ASTM C233.

3. The laboratory test results shall be part of the design mix submittal specified in this

PART 2, paragraph 2.01D. - Mix Proportions.

C. Concrete Qualities Required:

1. Compressive Strength:

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a. Minimum 28-day strength = 4000 psi for all construction unless otherwise indicated.

2. Slump of concrete shall be 3 inches plus or minus 1 inch unless noted otherwise.

Concrete slump for drilled shafts shall be as indicated for each method of construction:

a. Dry and Uncased Excavation: 5 inches 1 inch.

b. Cased Excavation with Casing Withdrawn: 7 inches 1 inch.

c. Slurry Construction (Underwater Placement): 8 inches 1 inch.

3. Air Content: 6 percent plus or minus 1-1/2 percent

a. For Compressive Strength greater than 5000 psi, Air Content can be reduced by

1.0%.

D. Mix Proportions:

1. Concrete shall be homogeneous, readily placeable and uniformly workable; proportioned to conform to ACI 211.1.

2. Mix proportions for all concrete unless otherwise specified shall be selected preferably on the basis of field experience; but in the case where sufficient or suitable strength test data is not available, concrete shall be proportioned on the basis of laboratory trial mix design.

a. Field experience using test results within the preceding 90 days with the materials and plant to be employed may be the basis of mix proportioning provided that not less than 30 consecutive satisfactory compressive strength tests on concrete using the proposed materials with a similar mix are available. A compressive strength test is defined as the average 28-day compressive strength of two companion cylinders made conforming to ASTM C172 and ASTM C31 and tested conforming to ASTM

C39. The standard deviation of such tests shall be computed as a basis for design of the mix. The design average strength shall exceed the specified strength in accordance with the following formulae:

(1) When standard deviation is less than 500 psi, Design Average Strength =

Specified Minimum Strength + 1.343 x Standard Deviation.

(2) When standard deviation is greater than 500 psi, Design Average Strength =

Specified Minimum Strength -500 + 2.326 x Standard Deviation.

(3) Submit previous test data, calculated standard deviation, and the proposed mix proportions to Engineer for approval prior to placing concrete.

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b. When laboratory trial batches are used as a basis for determining mix proportions, all such work shall be performed by the laboratory as specified in this PART

"Laboratory Testing of Materials for Use in Concrete."

(1) Laboratory trial batches shall be used to establish a water-cement ratio com-pression strength curve with at least three points, each representing the strength of a separate trial batch. At least one point shall be above and one below the strength required. Each point on the curve shall represent the average of at least three specimens tested at 28 days or an earlier age when approved by Engineer. The slump and air content shall be at the maximum limits specified in this PART "Concrete Qualities Required."

(2) A point on the water-cement ratio compressive strength curve shall be selected that will provide an average strength at least 1200 psi greater than the specified minimum strength.

(3) Laboratory reports establishing mix proportions shall be sent to Engineer, and his approval obtained prior to placing all concrete.

3. Mix Proportions for Concrete for Underwater Placing (special requirements):

a. Fine aggregate - not less than 40 percent natural sand.

b. Coarse aggregate - 3/4-inch maximum size natural gravel.

c. Cement - 7 sacks minimum per cubic yard.

d. Water - Minimum required for slump between 7 and 9 inches.

e. Water reducing retarder - Conform to ASTM C494 Type D and use in sufficient amount to delay the setting time to not less than six hours.

f. Air entrainment - Conform to ASTM C260 and use in sufficient amount to entrain 4 percent air plus or minus 1 percent.

g. 28-day compressive strength:

(1) Not less than 4,500 psi when tested conforming to ASTM C31 and ASTM

C39.

4. Prior to placing any concrete, the laboratory selected by the Contractor shall report the results of the testing and mix designs as follows:

a. Engineer, Kansas City Office (1 copy).

b. Resident Project Representative, Field Office (1 copy).

c. Contractor (copies as required).

d. Concrete supplier (copies as required).

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E. Measurement of Materials:

1. General Requirements:

a. Conform to ACI 304.

b. Measure materials within one percent by weight for aggregates and cement, and within 1-1/2 percent by volume or weight for water.

2. Apparatus:

a. Beam or springless dial-type scale conforming with NBS - "Specifications for

Scales."

b. Volumetric measurement of water shall be performed with an approved automatic valve.

F. Mixing and Delivery:

1. Conform to ACI 304.

2. Cement temperature when added to mix shall not exceed 170 degrees F.

3. Batch Plant Mixer:

a. Charge with 5 percent to 10 percent of the mixing water both in advance and after the addition of aggregates and cement.

b. Charge with remaining water uniformly with the other materials.

c. Avoid charging in excess of manufacturer's rating.

d. Discharge mixed concrete completely prior to recharging.

e. Mixing Time:

(1) Start immediately when all ingredients except the last of the water are in the mixer.

(2) Minimum mixing time shall conform with mixer manufacturer's instructions, but not be less than the following:

Capacity of Mixer Cubic Yards

Minimum Time of Mixing, Minutes

1 or less 1 minute 2 1 minute, 15 seconds 3 1 minute, 30 seconds 4 1 minute, 45 seconds 5 2 minutes 6 2 minutes, 15 seconds

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Add 15 seconds' mixing time for each additional cubic yard of concrete.

4. Mixing of Concrete at Plant Off Jobsite:

a. Mix concrete in central mixer or truck mixer. Transport in truck mixer turning at agitation speeds only.

b. Water added to concrete having a slump below the specified minimum shall be at

Contractor's risk. If the water added produces a slump greater than the specified maximum, the concrete will be rejected. If water is added the concrete shall be remixed for a minimum of 25 revolutions.

c. Truck mixer shall conform to TMMB 100-05 of the Truck Mixer Manufacturers

Bureau.

d. Ready-mixed concrete shall be produced and delivered conforming to ASTM C94 as applicable.

e. Contractor shall furnish Owner with a concrete delivery ticket for each load of concrete. The ticket shall have the following information recorded:

(1) Ticket number.

(2) Time batched.

(3) Time arrived on jobsite.

(4) Amount of concrete (by volume).

(5) Mix number.

(6) Amount of all water added at jobsite by Contractor.

(7) Number of revolutions on the truck's revolution counter before batching and after placement is completed.

(8) Truck number.

(9) Truck driver's name.

(10) Types and quantities of admixtures added to the batch.

(11) Slump of concrete.

2.02 GROUT:

A. Plain Grout:

1. 1 part portland cement to 2 parts sand by volume.

2. Keep water to a minimum as required for placing by the dry packing method.

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3. Place after the mixed grout has been allowed to stand for two hours.

4. The sand and cement shall be as specified for concrete.

B. Nonshrinking Grout:

1. Required for setting sleeved anchor bolts, for setting equipment recommended by the manufacturer to be set with nonshrinking grout, and in other places indicated.

2. Grout shall be nonmetallic, as manufactured by one of the following:

a. Crystex, L and M Construction Chemicals, Inc.

b. Five Star grout, U. S. Grout Corporation.

c. Masterflow 713 grout, Master Builder's Company.

d. Sauereisen F-100, Sauereisen Cements Company.

e. Supreme Grout, Gifford-Hill & Company.

3. Prepare and place conforming to manufacturer's printed instructions.

C. Grout for Bonding:

1. 1 part cement to 1-1/2 parts sand by weight.

2. Keep water to a minimum.

2.03 CONCRETE ACCESSORIES:

A. Water Stops:

1. Serrated polyvinyl chloride equal to one of the following.

a. Servicized/Durajoint Type 13, W. R. Grace Company.

b. 6-inch heavy-duty Flextrip, Water Seals, Inc.

c. Vulco VP 8044 Heavy, Vulcan Metal Products Company.

B. Expansion Joints:

1. Expansion Joint Filler: Premolded cork of thickness indicated and conforming to ASTM

D1752, Type II, cork or Type III, self-expanding cork.

2. Bond Breaker: Polyethelene strip.

3. Joint Sealant: Two component polysulfide system as manufactured by one of the following:

a. Hornflex L, A. C. Horn, Inc.

b. Synthacalk GC-2, Pecora, Inc.

C. Igas Joint: Single component mastic waterstop, Sika Chemical Corporation.

2.04 CURING AGENT:

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A. Liquid membrane forming compound conforming to ASTM C309, Type 1. ASTM C309 Type

2 shall be used as specified in PART 3 "Hot Weather Concreting."

B. Curing compound used on floors to be painted, tiled or covered with resilient floor covering shall be guaranteed not to interfere with application of paint, tile mortar or tile adhesive after a

28-day curing period.

2.05 MISCELLANEOUS ITEMS:

A. Anchor Bolts:

1. Provide all anchor bolts required for complete installation as indicated.

2. Anchor bolts and accessories shall conform to ASTM F1554 Grade 36 as a minimum unless otherwise specified. 2-1/4-inch diameter anchor bolts shall conform to ASTM

A615, Grade 60 as a minimum. These 2-1/4-inch anchor bolts shall be made from deformed rebar.

3. Use hexagonal bolts and nuts conforming to ANSI B18.2.1 and B18.2.2.

4. All exposed area of anchor bolts and nuts plus a minimum of 6 inches of embedded length shall be hot-dip galvanized in accordance with ASTM A123.

5. Set to elevations and alignment indicated, or as required for proper anchorage, with template and other devices to align and hold bolts in place top and bottom during placement of concrete.

B. Moisture Barrier:

1. Provide Kraft Paper - Polyethylene Sheet:

a. Water-resistant barrier consisting of heavy Kraft paper and asphalt, glass fiber rein-forcement and polyethylene film. Layers shall be laminated under heat and pressure. Perm rating of 0.15 or less per ASTM E96, Procedure A.

b. Manufacturers:

(1) Fortifiber Corporation, Moistop I.

(2) Glas-Kraft Inc., Plybar Plus II.

2. Provide adhesive or tape as recommended by moisture barrier manufacturer.

C. Structural Metals:

1. Steel:

a. Steel shall conform to ASTM A36 unless otherwise specified.

b. Fabricate to conform to American Institute of Steel Construction (AISC) specifications, codes and standards.

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c. Galvanize to conform to ASTM A123 and ASTM A153 after all drilling, bending, welding or other forms of fabrication have been completed.

D. Perimeter and Under-Slab Insulation: (Rigid Board)

1. Extruded, rigid, closed-cell, expanded polystyrene board conforming to FS HH-I 524, Type IV, with integral high-density skin, minimum thickness of 2 inches.

2. Manufacturer: Dow Chemical Co. - Styrofoam SM.

E. Concrete Floor Hardener: Concrete floor hardener shall be Lapidolith as manufactured by

Sonneborn Building Products, Minneapolis, Minnesota or Engineer approved equal.

PART 3 - EXECUTION

3.01 PREPARATION FOR CONCRETE PLACEMENT:

A. Openings Through Concrete: Provide openings through concrete as indicated and for the proper installation of all equipment, piping, wiring, ductwork and similar items, installed under this contract.

B. Installation of Embedded Items:

1. Provide for accurate installation of embedded items installed under this Contract.

2. Securely fix floor drains in place to prevent floatation while placing concrete. Uniformly and accurately slope finish floor slab toward the drains.

3. Embedded items shall be as indicated or specified, or as selected by Contractor and approved by Engineer.

4. Protect pipe sleeves from moisture during cold weather.

5. Grease anchor bolt threads to protect from concrete splatter.

C. Installation of Joints:

1. Construction Joints:

a. Location:

(1) Locate joints, which are not indicated or specified, in conformance with ACI

318.

(2) Obtain Engineer's approval of joints located by Contractor prior to prepara-tion of reinforcing steel drawings.

b. Preparation and Installation:

(1) Clean and break laitance or other foreign material from bonding surface.

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(2) Tighten forms remaining in place (where applicable) to prevent seepage between forms and hardened concrete.

(3) Provide water stops and shear keys as indicated or specified and as required in any new construction joint requested by Contractor.

c. Waterstops:

(1) Install in all construction joints where indicated.

(2) Install conforming to manufacturer's printed instructions.

(3) All joints and splices of pvc waterstop shall be 100 percent fused.

(4) Metal waterstops shall be welded with a continuous watertight weld or bolted with a minimum contact lap of 12 inches.

2. Expansion Joints:

a. Install as indicated.

b. Completely cover the top surface of the joint filler with a polyethelene strip bond breaker prior to sealing joint.

c. Seal top of expansion joint with joint sealant applied conforming to manufacturer's instructions. Depth of sealant shall be 1/2 the joint width unless otherwise indicated. During cold weather protect joint from moisture prior to installation of joint sealant.

3. Contraction Joints: As specified in this PART "Finishing."

D. Cutting and Bonding to Existing Concrete:

1. Cutting Existing Concrete:

a. Use methods and equipment that will avoid damage to adjacent parts of the structure from heavy blows or vibration.

b. Cut existing concrete with power concrete saw where possible to prevent spalling and chipping and to form neat straight edge.

c. Remove all loose or cracked pieces resulting from cutting existing concrete, leaving only sound, undamaged concrete adjacent to new work.

d. Leave access opening edges with a neat, true grout surface to the opening size indicated.

e. Cut reinforcing steel with sufficient length remaining (approximately 30-bar diameters) for bending and lapping into new construction.

2. Bonding to Existing Concrete:

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a. Roughen concrete by use of a pneumatic chipping hammer or other approved means.

b. Thoroughly clean the concrete surface and apply the bonding agent. Place the fresh concrete after the bonding agent becomes tacky.

3.02 PLACING OF CONCRETE:

A. Conventional Placing:

1. General Requirements:

a. Conform to ACI 304.

b. Bonding surfaces shall be clean, free of laitance and foreign materials.

c. Face horizontal bonding surfaces with 1-inch-thick coat of fresh "grout for bonding." Wet all other surfaces.

d. Place concrete on properly prepared and unfrozen subgrade and only in dewatered excavation and forms.

e. Use forms for all concrete except where otherwise indicated or specified.

f. Do not place concrete that has partially hardened or has been contaminated by foreign materials.

g. Prevent mud or foreign materials from entering the concrete or forms during placement operations.

2. Conveying:

a. Convey concrete from the mixer and deposit in place by methods which will prevent the segregation or loss of materials.

b. Equipment for chuting, pumping, and pneumatically conveying concrete shall be of such size and design as to provide a practically continuous flow of concrete at the delivery end.

c. Aluminum conveying equipment shall not be used.

3. Depositing:

a. Place concrete in continuous horizontal lifts not to exceed 2 feet, and place concrete against bulkheads and keyways at vertical joints.

b. Maximum free drop of concrete shall be 5 feet in walls 10 inches or less in thickness with 1-foot additional drop allowed for each inch of wall thickness over

10 inches, with a maximum drop of 10'-0".

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c. When moisture barrier is used, keep lapped joints closed and take precautions to avoid puncturing the barrier.

4. Consolidation of Concrete:

a. Consolidate concrete in conformance with ACI 309. Characteristics and application of concrete vibrators shall be as set forth in Table 5.1.4.

b. Provide an adequate number of vibrators of sufficient capacity to keep up with the maximum rate of concrete placement. Keep on hand adequate standby equipment in good operating condition.

c. Vibrate concrete only until the concrete is thoroughly consolidated and the voids filled as evidenced by the leveled appearance of the concrete at the exposed surface and the embedment of the surface aggregate.

d. Insert internal vibrators vertically to the full depth of the layer being placed and into the previous layer. Do not drag vibrators through the concrete. Insert and withdraw vibrator slowly with the vibrator running continuously so that no hole will be left in the concrete. Do not flow concrete from one location to another by use of a vibrator.

e. Consolidate concrete layer to full depth when using a surface vibrator. Use thinner layers or more powerful vibrator if necessary to achieve complete consolidation.

f. Vibrate the top 10 feet of drilled shaft foundations.

g. Use form vibrators only where sections are too thin or where sections are inaccessible for internal vibrators.

5. Time Requirements:

a. Place concrete at a sufficient rate to assure that lifts below have not taken initial set before fresh concrete is deposited.

b. Place concrete within 45 minutes after mixing. This period may be extended to 1 hour and 30 minutes provided that the combined air temperature, relative humidity and wind velocity are such that the plasticity of the fresh concrete is satisfactory for placement and consolidation and that the specified mixing water is not exceeded.

Concrete which has partially set shall not be retempered but shall be discarded.

6. Placing Concrete at Joints:

a. Bed horizontal joints with 1 inch of grout for bonding.

b. Take precautions to ensure tight, well-bonded construction joints with no air pockets or voids.

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c. Take special precautions to avoid bending or displacing waterstop while placing concrete around it.

d. Delay construction at a joint a minimum of 16 hours where placement is continued past joint except where otherwise indicated.

B. Underwater Placing of Concrete:

1. General Requirements:

a. Do not place concrete under water except where indicated or authorized in writing by Engineer.

b. Do not place concrete under water which has a temperature below 40 degrees F or when there is a flow of water in or out of the form or excavation. Dewatering shall be prohibited for a minimum of 24 hours after completion of concrete placement.

c. Use concrete mix as specified under PART 2, paragraph 2.01.D.3 "Mix Proportions for Concrete for Underwater Placing."

d. Design formwork for increased pressure due to the use of retarding admixture.

Clean inside of forms with water jets where necessary to remove mud or debris from the bottom of sides.

2. Depositing: As specified in Drilled Shaft Foundations - SECTION 03500.

C. Mass Concrete:

1. General Requirements:

a. Mass concrete shall comply with requirements of this specification, unless otherwise specified in this section or in Contract Documents.

(1) Unless otherwise specified, the following criteria shall apply for mass concrete placements:

(a) The maximum temperature in concrete after placement shall not exceed 155°F; and

(b) The maximum temperature difference between center and surface of placement shall not exceed 35°F.

b. Mass concrete is defined as follows:

(1) A placement of structural concrete with a minimum dimension equal to or greater than 4 ft.

(2) Concrete placements that contain Type III cement, accelerating admixtures, or cementitious materials in excess of 660lb/yd3 of concrete.

(3) Placements that trap heat.

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c. Submittals - Comply with above specification and, unless otherwise specified, submit a thermal control plan for each mass concrete placement. The adiabatic temperature rise (ATR) of concrete and temperature differences may be predicted using simple methods or specifically-designed software. Unless otherwise specified or permitted, the thermal control plan shall include following items:

(1) Concrete mixture proportions;

(2) Calculated or measured adiabatic temperature rise of concrete;

(3) Upper limit for concrete temperature at time of placement;

(4) Description of specific measures and equipment that will be used to ensure maximum temperature in placement will not exceed specified maximum temperature limit;

(5) Calculated maximum temperature in placement based on expected conditions at time of placement and use of proposed measures to control temperatures;

(6) Description of specific measures and equipment that will be used to ensure temperature difference will not exceed specified temperature difference limit;

(7) Calculated maximum temperature difference in placement based on expected conditions at time of placement and use of proposed measures to control temperature differences;

(8) Method used to predict ATR and temperature differential and to which mass concrete it applies;

(9) If simple methods are used to predict ATR and temperature differential provide copies of all calculations and copies of all all graphs, and charts used;

(10) If specifically designed software is used to predict ATR and temperature differential provide all assumptions and all program inputs used;

(11) Description of curing procedures, including materials and methods, and curing duration; and

(12) Description of formwork removal procedures to ensure temperature difference at temporarily exposed surface will not exceed temperature difference limit, and how curing will be maintained;

d. If concrete design mixture is changed, thermal control plan must be updated.

2. Execution:

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a. Unless otherwise specified, cure and protect concrete in accordance with 3.04 for a minimum of 7 days.

b. Unless otherwise specified or permitted, preserve moisture by maintaining forms in place. For surfaces not in contact with forms, apply one of the procedures specified in 3.04. Unless otherwise specified, do not use water curing.

c. Control of concrete temperature—Unless otherwise specified, control concrete temperature and temperature difference within concrete from time the concrete is placed until time internal temperature has cooled from its maximum so the difference between average daily ambient and internal temperatures at time of protection removal is less than specified temperature difference limit.

3.03 FINISHING:

A. Unformed Surfaces:

1. Screed Finish:

a. Use as first stage for all concrete finishes.

b. Use as final finish on surfaces that will be covered by additional concrete, grout placement, mortar setting bed except as otherwise specified, or earth backfill.

c. Immediately after screeding, use a wood float, darby or bullfloat to eliminate high and low spots and to embed large aggregate. This shall be done in a manner to produce even, uniform surfaces so that surface irregularities do not exceed 3/8-inch in 10 feet when used as final finish.

2. Floated Finish:

a. Use as second stage of broomed, troweled or magnesium-troweled finish.

b. Float with mechanical float. Hand floating will be permitted only in areas inaccessible to mechanical float.

c. On surfaces not to receive troweled or magnesium-troweled finish, finish with wood or cork float after mechanical floating to a true uniform surface so that surface irregularities do not exceed 1/8-inch in 10 feet, except at floor drains.

3. Broomed Finish:

a. Use as final finish on all outdoor slabs including door stoops and equipment pads.

b. After floated finish draw a stiff bristle broom across the surface making uniform corrugations, perpendicular to the direction of traffic, not more than 1/16-inch deep.

4. Troweled Finish:

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a. Use as final finish on inside floors and on all other unformed surface not otherwise indicated or specified.

b. Trowel with steel trowel, mechanical or hand, to obtain a smooth, dense finish. The final troweling shall be done after the concrete has become hard enough so that no mortar adheres to the edge of trowel and a ringing sound is produced as the trowel passes over the surface.

c. Do not trowel before surface water has evaporated or been removed with a squeegee.

d. Finish to a true uniform surface so that surface irregularities do not exceed 1/8-inch in 10 feet, except at floor drains.

e. Do not add sand or cement to the floor surface.

5. Magnesium-Troweled Finish:

a. Perform as specified for "Troweled Finish" except use a magnesium trowel by hand instead of a steel trowel to obtain a dense, but not slick, finish.

b. Use where floor will receive protective coating after curing.

6. Concrete Floor Hardener:

a. Furnish and install concrete floor hardener where indicated.

b. Contractor shall apply in strict accordance with the manufacturer written recommendations.

c. Apply Lapidolith in three (3) applications. Coverage shall be 100 square feet per gallon.

d. Contractor shall apply the hardener as soon as possible after placement of concrete to prevent concrete damage during construction.

7. Stair-Tread Finish:

a. Apply to all interior and exterior concrete stair treads and landings that do not have abrasive nosings.

b. Spread fine abrasive aggregate uniformly on concrete before it has set, in the amount not less than 1/4-pound aggregate per square foot, and steel trowel into surface of concrete.

c. Expose abrasive aggregate slightly by rubbing with an abrasive brush after concrete finish has set and cured.

d. Aggregate and application shall conform to Specification "A" of the Norton

Company.

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8. Contraction Joints:

a. Locate as indicated.

b. Maintain true alignment with straightedge.

c. Joints shall be grooved except where sawed joints or preformed joints are indicated.

d. Grooved Joints:

(1) Perform during the finishing process.

(2) Width of groove shall not exceed 1/4-inch.

(3) Depth of groove shall be at least 1 inch.

e. Sawed Joints:

(1) Cut joints with power blade as soon as concrete surface is firm enough to resist tearing or damage by the blade and before random shrinkage cracks can occur. (Usually required 4 to 12 hours after finishing.)

(2) Make joints approximately 1/8-inch wide with depth as indicated.

(3) Seal with the same type sealant specified for expansion joint sealant.

f. Install preformed joints as recommended by manufacturer.

B. Formed Surfaces:

1. Repair surface defects as specified in this PART "Repair of Defective Surfaces," except for surfaces against which fill material or concrete is to be placed.

2. Stoned Finish:

a. Use as a final finish on all formed surfaces that will be exposed to view after all work has been completed.

b. To obtain surface finish, patch defective surfaces immediately upon removal of forms with mortar as specified in this PART "Repair of Defective Surfaces."

c. Immediately before starting this work, keep concrete thoroughly saturated with water for a minimum period of three hours.

d. Rub surfaces to be finished with a medium coarse carborundum stone, using a small amount of mortar on its face. The mortar shall be composed of cement and fine sand mixed in proportions used in the concrete being finished. Continue rubbing until all form marks, projections and irregularities have been removed, all voids filled, and a uniform surface has been obtained. Leave paste produced by this rubbing in place at this time.

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e. After all concrete above the surface being treated has been cast, obtain final finish by rubbing with a fine carborundum stone and water. Continue rubbing until the entire surface is of a smooth texture and uniform color.

f. After the final rubbing is completed and the surface has dried, rub with burlap to remove loose powder and unsound patches, paste, and objectionable marks.

g. Cure as specified in this PART "Curing."

C. Repair of Defective Surfaces:

1. Defined as any concrete surface showing misalignment, rock pockets, poor joints, holes from ties, voids, honeycomb, or any other defective area.

2. Repairing:

a. Repair as soon as forms have been removed.

b. Chip surface back to minimum depth of 1/2-inch, chip edges perpendicular to surface, prewet depression and brush with neat cement immediately before patching.

c. Patch surfaces using stiff mortar with same sand-cement ratio as original concrete and with minimum water for placing. Blend with white cement to match concrete color.

d. Compact mortar into depressions so that after curing, hole is filled and mortar is flush with surface. Use hammer and ramming rod for compacting the holes.

e. Moist-cure for three days or use curing compound.

f. Engineer shall be notified of areas containing major defects or where reinforcing steel is exposed prior to determination of repair method.

3.04 CURING: Cure all concrete by one of the following methods:

A. Leaving in forms for a minimum of seven days. Keep formwork wet to prevent drying of concrete surfaces.

B. Use of saturated bats, soaker hoses, or sprinkler for a minimum of seven days. Keep concrete continuously wet.

C. Using one coat of a liquid membrane forming compound conforming to ASTM C309, Type…